HSS Column with conc force

HSS Column with conc force

HSS Column with conc force

I have a question(s) concerning applied axial forces to an HSS column connection, given:HSS 8x8x5/16 with W14 beam framing into it.axial load is 5kvert reaction 25kmoment is 50 k-ft

part twelve of the manual page 12-26 says the WT tees should be long enough to use flare welds at the corners of the HSS.if this detail is used do you still have to check the conc force applied to the HSS at top and bottom flange with spec K1,4 and equation K1-9? If you used this equation 1-tp/B = 0???? because tp = B

in the manual companion, examples spec K, AISC mentions that it is ok to use shorter WT and fillet weld to the flat of the HSS column - as long as you meet the criteria given by K1-9, correct?given an HSS with less than tf of 1/2" this can really limit the connection, would this problem then be solved with column cladding shown on 12-28?

which connection method is most commonly used (flare weld to the corners or fillet weld to the flat)?

thanks in advance for any advice.

RE: HSS Column with conc force

You can use a built WT (2 plates). With a 9" connection, fillets may work best. The flare bevel (BTC-P10) is limit to an effective strength of 5/8xwall thickness (3/16). The WT flange must be thick enough to not put the fillet welds in prying.

Other options are a single through plate or flange plates for the moment and axial with a shear tab in the web.

RE: HSS Column with conc force

a prelimanry finding came up with a pretty heavy WT section, had Bf = 11 in and thicknesses at max allowable by a 1/4 weld to the 5/16 HSS wall. if i use a shear tab as well may have to notch out the WT flange.

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